CN104790430B - Construction method of underground continuous wall - Google Patents

Construction method of underground continuous wall Download PDF

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Publication number
CN104790430B
CN104790430B CN201510173984.8A CN201510173984A CN104790430B CN 104790430 B CN104790430 B CN 104790430B CN 201510173984 A CN201510173984 A CN 201510173984A CN 104790430 B CN104790430 B CN 104790430B
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Prior art keywords
steel reinforcement
reinforcement cage
joint
construction
gathering sill
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CN201510173984.8A
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CN104790430A (en
Inventor
刘忠池
梁艳文
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SHANGHAI YUANFANG GROUNDWORK ENGINEERING Co Ltd
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SHANGHAI YUANFANG GROUNDWORK ENGINEERING Co Ltd
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    • EFIXED CONSTRUCTIONS
    • E02HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02DFOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/20Bulkheads or similar walls made of prefabricated parts and concrete, including reinforced concrete, in situ

Abstract

The invention discloses construction method of underground continuous wall, it is characterised in that include step: 1), grooving, described groove has cell wall;2), in described groove, joint and steel reinforcement cage are placed;Described steel reinforcement cage one or both ends are provided with joint;3), by fill concrete, concrete is made to wrap up described steel reinforcement cage;Diaphram wall is formed after concrete setting;Being provided with isolating device between all or part of described steel reinforcement cage and the cell wall of described groove, described isolating device two ends are connected on steel reinforcement cage end or joint;At least one side closed by described steel reinforcement cage of described isolating device, for stop the concrete filled to this steel reinforcement cage from this side around flowing to other steel reinforcement cages or concrete that adjacent steel reinforcement cage place builds is around flowing to this section of steel reinforcement cage place.Construction method of underground continuous wall in the present invention, isolation is adopted to be arranged on outside steel reinforcement cage, can effectively prevent from producing when this section of steel reinforcement cage casting concrete to stream, prevent the concrete that this section is built around flowing to another section of adjacent steel reinforcement cage place, also will not would not contact at the concrete that adjacent steel reinforcement cage is poured into a mould respectively, also seam would not be produced, thus solving seepy question.

Description

Construction method of underground continuous wall
Technical field
The present invention relates to construction method of underground continuous wall.
Background technology
Diaphram wall is foundation engineering.During construction, adopt a kind of trench machine on the ground, along the periphery axis of deep excavation project, when mud off, excavate out a long and narrow deep trouth.After clear groove, in groove, hang steel reinforcement cage, then build up a unit groove section with tremie method underwater concreting with tremie method.So carry out piecemeal, build up one continuous print armored concrete wall in underground, as intercepting water, antiseepage, load-bearing, water-retaining structure.Diaphram wall is applicable to pumping plant, pond;Building foundation pit;Oil cellar and warehouse;Municipal administration pipe trench and culvert;The vertical shaft of the engineerings such as shield;Various deep foundations and pile foundation;Harbour, shore protection and dry dock;The cut-pff wall of water conservancy and hydropower, surface mine and tailing dam (pond) and environment-friendly engineering;Underground structure (such as underground railway, road tunnel, underground parking and underground street, shop and underground substation etc.) etc..
Diaphram wall is owing to arranging and below ground, and the degree of depth reaches tens meters, and even more than 100 meters, subterranean wall is more deep, is also more affected by subsoil water seepage.Owing to diaphram wall is to construct piecemeal, adjacent two section concrete junctions are easily formed seam, cause leaking.Solving seepy question, a kind of way therein is to adopt the joint of special construction.But in major part occasion, even if joint design is good again, still cannot thoroughly solve seepy question.Tracing it to its cause, transfer joint for convenience, leave certain gap between joint and cell wall, when transferring steel reinforcement cage after-pouring, the concrete of fluid form can walk around joint stream to another section of adjacent steel reinforcement cage place.When building next section again, the concrete newly built cannot form one with the concrete streamed before, and both can result in seam at the difference in setting time, and seam becomes the main cause that diaphram wall leaks.
Summary of the invention
An object of the present invention is to overcome the deficiencies in the prior art, it is provided that the construction method of a kind of diaphram wall reducing risk of leaking.
Construction method of underground continuous wall, it is characterised in that include step:
1), grooving, described groove has cell wall;
2), in described groove, joint and steel reinforcement cage are placed;Described steel reinforcement cage one or both ends are provided with joint;
3), by fill concrete, concrete is made to wrap up described steel reinforcement cage;Diaphram wall is formed after concrete setting;
Being provided with isolating device between all or part of described steel reinforcement cage and the cell wall of described groove, described isolating device two ends are connected on steel reinforcement cage end or joint;At least one side closed by described steel reinforcement cage of described isolating device, for stop the concrete filled to this steel reinforcement cage from this side around flowing to other steel reinforcement cages or concrete that adjacent steel reinforcement cage place builds is around flowing to this section of steel reinforcement cage place.
Preferably, described isolating device is flexible sheet material;Described flexible sheet material two ends are connected on the end of described steel reinforcement cage or joint or described flexible sheet material is arranged on described steel reinforcement cage.
Preferably, described isolating device is geotextiles, Polypropylence Sheet or woven cloth.
Preferably, described joint or steel reinforcement cage end are provided with guider, and described guider is provided with gathering sill;Described gathering sill extends along described groove depth direction, and described gathering sill is provided with opening;Described isolating device is flexible sheet material, and described flexible sheet material two ends are respectively arranged in the gathering sill of described guider, and described flexible sheet material stretches out outside described gathering sill from described opening.
Preferably, described joint includes plate body, and described guider is arranged on described plate body, and the length direction along described groove protrudes from described plate body.
Preferably, described joint is I-shape construction, and described joint includes plate body and wing plate;Described guider is arranged on described wing plate, and the width along described groove protrudes from described wing plate.
Preferably, described flexible sheet material end is provided with guide pillar;Described guide pillar is inserted in described gathering sill.
Preferably, described guide pillar can be arranged in described gathering sill along described gathering sill depth direction with plugging, and described guide pillar is restricted in described gathering sill.
Preferably, described gathering sill is provided with opening;Described guide pillar is smaller in size than the size of described gathering sill, and more than the size of described opening.
Preferably, described isolating device is arranged at meeting pitted surface, meeting soil face or be simultaneously located at and meet pitted surface and meet soil face of described underground reinforced cage.
Preferably, described joint being provided with seal plate, described seal plate end is connected with described joint, and extends along the length direction of described groove.
Preferably, described steel reinforcement cage is multistage, and described joint number is multiple;Every section of steel reinforcement cage two ends are respectively arranged with joint, are provided with one section of steel reinforcement cage between each two joint.
Preferably, described isolating device is sheet metal, sheet iron or nonmetal thin plate.
Construction method of underground continuous wall in the present invention, isolation is adopted to be arranged on outside steel reinforcement cage, can effectively prevent from producing when this section of steel reinforcement cage casting concrete to stream, prevent the concrete that this section is built around flowing to another section of adjacent steel reinforcement cage place, also will not would not contact at the concrete that adjacent steel reinforcement cage is poured into a mould respectively, also seam would not be produced, thus solving seepy question.
Accompanying drawing explanation
Fig. 1 is joint and steel reinforcement cage transfers the structural representation to groove, not shown geotextiles.
Fig. 2 is the part A enlarged drawing in Fig. 1.
Fig. 3 is joint and steel reinforcement cage transfers the structural representation to groove.
Fig. 4 is the part B enlarged drawing in Fig. 3.
Detailed description of the invention
Below in conjunction with accompanying drawing, the present invention is described in detail.
The present invention illustrates being arranged around diaphram wall at foundation ditch.Construction method of underground continuous wall, including step:
1) as it is shown in figure 1, grooving 10;Needing to arrange the position grooving 10 of diaphram wall, groove 10 has both sides cell wall 11.This step adopts the construction of Special digging groove mechanical, and is equipped with slurry coat method.
2), as shown in Figure 1 and Figure 2, joint 20 and reinforcing bar 30 cage are hung and be placed in groove 10.Steel reinforcement cage 30 one or both ends are provided with joint 20, determine depending on the shape of diaphram wall and the position of steel reinforcement cage 30.If diaphram wall is ring seal structure, it is respectively provided with joint 20 at steel reinforcement cage 30 two ends, between each two joint 20, is provided with steel reinforcement cage 30.If diaphram wall is nonocclusive structure, then joint is set along the steel reinforcement cage 30 only one end at diaphram wall length direction two.Joint 20 is used for preventing adjacent two sections of steel reinforcement cages 30 from leaking in junction after fill concrete.Joint 20 includes at least one plate body 21.Joint 20 is additionally provided with a groove 22 or two grooves 22;Plate body 21 is the bottom land of one or two groove 22.In preferred exemplary as depicted, joint 20 is provided with two grooves 22.Two opposing settings of groove 22, are respectively facing two opposite directions.The joint 20 arranging two grooves 22 is I-shape construction, it is preferred to use I-steel.Each steel reinforcement cage 30 is between two joints 20.The joint 20 of I-steel includes plate body 21 and the edge of a wing 23, and forms two grooves 22.
As shown in Figure 3, Figure 4, it is provided with isolating device between the cell wall 11 of steel reinforcement cage 30 and groove 10.Isolating device two ends are connected on steel reinforcement cage 30 end or described joint 20, at least one side closed by described steel reinforcement cage 30, for stopping that the concrete filled to this steel reinforcement cage 30 is around flowing to adjacent steel reinforcement cage place.Isolating device is flexible sheet material.In preferred exemplary as depicted, isolating device is geotextiles 40.Geotextiles 40 two ends are connected on two joints 20.Steel reinforcement cage 30 meet pitted surface and meet soil face be provided with geotextiles 40, the both sides of steel reinforcement cage 30 are all closed.Steel reinforcement cage 30 is surrounded by two pieces of geotextiles 40 and two joints 20.Geotextiles 40 is used for stopping concrete, it is prevented that build concrete in wherein one section of steel reinforcement cage 30 place between joint 20 with the cell wall of groove 10 around flowing to adjacent steel reinforcement cage 30.As shown in Figure 4, when first opening steel reinforcement cage 30 casting concrete of 100, first open the geotextiles 40 of 100 sections can prevent concrete between joint 20 and cell wall 11 around the steel reinforcement cage 30 flowing to Guan Bi 200, contact thus can avoid being cast in the concrete first opening a concrete at 100 places and be cast in Guan Bi 200 place and produce seam, it is to avoid danger of leaking.
The connection of geotextiles 40 and joint 20 both can adopt connector, and as screw bolt and nut combines, or screw connects, it would however also be possible to employ other fixing devices connect.In preferred exemplary as depicted, some geotextiles 40 adopt screw bolt and nut combination to be connected with joint 20.The edge of a wing 23 of bolt traverse joint 20 and geotextiles 40, the nut being threaded connection, be connected geotextiles 40 end with joint 20.Some geotextiles 40 adopt other fixing devices to be connected with joint 20.In example as shown in Figure 2, Figure 3, Figure 4, joint 20 is additionally provided with guider 50.Guider 50 is provided with gathering sill 51, and gathering sill 51 has import 52 and opening 53.Import 52 with opening 53 towards vertical.In example as depicted, namely gathering sill 51 is perpendicular to paper direction along the depth direction of groove 10 and extends, and import 52 is towards being perpendicular to paper, and opening 53 is towards left or right.Geotextiles 40 end is arranged in gathering sill 51, and outside opening 53 stretches out gathering sill 51.Geotextiles 40 end is provided with guide pillar 43, and its set-up mode can adopt sewing or other feasible modes to arrange.Guide pillar 43 is inserted in described gathering sill 51, and described guide pillar 43 is smaller in size than described gathering sill 51 size, and more than described opening 53 size.So arranging, can either guarantee to insert in gathering sill 51 by guide pillar 43 easily, can be limited in gathering sill 51 by guide pillar 43 again, unless extracted by guide pillar 43 from import 52, otherwise guide pillar 43 will be inserted in gathering sill 51 always.Each two joint 20 is one group, and the opening 53 of the guider 50 often arranged on two joints 20 in group is oppositely arranged.The two ends of geotextiles 40 are respectively arranged in the gathering sill 51 in the guider 50 on two joints 20 often organized.According to the preferred embodiments of the present invention, guider 50 adopts channel-section steel.
Geotextiles 40 both can first be arranged on joint 20 and steel reinforcement cage 30, transfers to groove 10 with joint 20 and steel reinforcement cage 30;First joint 20 and steel reinforcement cage 30 can also be transferred to groove 10, then the guide pillar 43 of geotextiles 40 is inserted in gathering sill 51;First can also being transferred to groove 10 by joint 20, then geotextiles 40 and steel reinforcement cage 30 be linked together and transfer to groove 10, when transferring, it is mobile until transferring to the end that guide pillar 43 is inserted in gathering sill 51.The connection of geotextiles 40 and steel reinforcement cage 30 can adopt iron wire (not shown).Utilize iron wire traverse geotextiles 40 by its bolt on steel reinforcement cage 30.
The plate body 21 of joint 20 is additionally provided with seal plate 60.Seal plate 60 is arranged at the centre position between two edges of a wing 23.Seal plate 60 extends certain length along the length direction of groove 10 from plate body 21.In preferred exemplary as depicted, the plate body 21 of joint 20 is provided with channel-section steel 61.Channel-section steel 61 is provided with guide groove (not shown).Seal plate 60 end is provided with lead 62.Lead 62 is inserted in guide groove.Seal plate 60 both can first be arranged on joint 20 and transfer together with joint 20 to groove 10, it is also possible to is first positioned in groove 10 by joint 20 and is directed to post 62 again inserts in guide groove.
3), fill concrete, make concrete wrap steel reinforcement cage 30.Groove 10 between each two joint 20 is one section, independently builds.One section of diaphram wall is formed after concrete setting.
After one section of diaphram wall completion, repeat above step and next section of diaphram wall is set, until diaphram wall length meets the requirements.As shown in Figure 4, first first open 100 place's casting concretes at two sections, then at Guan Bi 200 place's casting concretes.
Construction method of underground continuous wall in the present invention, the isolating device arranged outside steel reinforcement cage can effectively prevent concrete from streaming, the danger therefore leaked without forming unnecessary seam.In the construction of diaphragm wall process taking section construction, when especially adjacent two periods of construction of diaphragm wall interval times are longer, effect of the present invention is especially apparent.Adopt guider 50, it is convenient to geotextiles 40 be connected with joint 20.The connected mode of geotextiles in the present invention 40 and joint, simple in construction is effective, and convenient construction, cost is low.Geotextiles 40 can either be utilized to have, solve again because geotextiles 40 has flexibility and not easily inserts the problem in gathering sill 51.Guider 50 both can lead when arranging geotextiles 40, it is also possible to the guiding when joint 20 and steel reinforcement cage 30 are arranged on relevant position.Arranging four guiders 50 on two joints 20, steel reinforcement cage 30 is put in place between four guiders 50, adds the facility that joint 20 is laid with steel reinforcement cage 30.
With Fig. 1 for reference, length direction of the present invention is left and right directions, and width is above-below direction;Depth direction is for being perpendicular to paper direction.
Geotextiles in the present invention can also adopt sheet metal, sheet iron or nonmetal thin plate to replace.Sheet metal, sheet iron or nonmetal thin plate can adopt welding or securing member to be connected with joint or steel reinforcement cage end.
Embodiment in the present invention, only for the present invention will be described, is not intended that the restriction to right, those skilled in that art it is contemplated that other replacements being substantially equal to, all in scope.

Claims (12)

1. construction method of underground continuous wall, it is characterised in that include step:
1), grooving, described groove has cell wall;
2), in described groove, joint and steel reinforcement cage are placed;Described steel reinforcement cage one or both ends are provided with joint;
3), by fill concrete, concrete is made to wrap up described steel reinforcement cage;Diaphram wall is formed after concrete setting;
Being provided with isolating device between all or part of described steel reinforcement cage and the cell wall of described groove, described isolating device two ends are connected on steel reinforcement cage end or joint;At least one side closed by described steel reinforcement cage of described isolating device, for stop the concrete filled to this steel reinforcement cage from this side around flowing to other steel reinforcement cages or concrete that adjacent steel reinforcement cage place builds is around flowing to this section of steel reinforcement cage place;
Described joint or steel reinforcement cage end are provided with guider, and described guider is provided with gathering sill;Described gathering sill extends along described groove depth direction, and described gathering sill is provided with opening;Described isolating device is flexible sheet material, and described flexible sheet material two ends are respectively arranged in the gathering sill of described guider, and described flexible sheet material stretches out outside described gathering sill from described opening.
2. construction method of underground continuous wall according to claim 1, it is characterised in that described isolating device is flexible sheet material;
Described flexible sheet material two ends are connected on the end of described steel reinforcement cage or joint or described flexible sheet material is arranged on described steel reinforcement cage.
3. construction method of underground continuous wall according to claim 1, it is characterised in that described isolating device is geotextiles or Polypropylence Sheet.
4. construction method of underground continuous wall according to claim 1, it is characterised in that described joint includes plate body, described guider is arranged on described plate body, and the length direction along described groove protrudes from described plate body.
5. construction method of underground continuous wall according to claim 1, it is characterised in that described joint is I-shape construction, and described joint includes plate body and wing plate;Described guider is arranged on described wing plate, and the width along described groove protrudes from described wing plate.
6. construction method of underground continuous wall according to claim 1, it is characterised in that described flexible sheet material end is provided with guide pillar;Described guide pillar is inserted in described gathering sill.
7. construction method of underground continuous wall according to claim 6, it is characterised in that described guide pillar along described gathering sill depth direction pluggable be arranged in described gathering sill, and described guide pillar is restricted in described gathering sill.
8. the construction method of underground continuous wall according to claim 6 or 7, it is characterised in that described gathering sill is provided with opening;Described guide pillar is smaller in size than the size of described gathering sill, and more than the size of described opening.
9. construction method of underground continuous wall according to claim 1, it is characterised in that described isolating device is arranged at meeting pitted surface, meeting soil face or be simultaneously located at and meet pitted surface and meet soil face of described underground reinforced cage.
10. construction method of underground continuous wall according to claim 1, it is characterised in that being provided with seal plate on described joint, described seal plate end is connected with described joint, and extend along the length direction of described groove.
11. construction method of underground continuous wall according to claim 1, it is characterised in that described steel reinforcement cage is multistage, described joint number is multiple;Every section of steel reinforcement cage two ends are respectively arranged with joint, are provided with one section of steel reinforcement cage between each two joint.
12. construction method of underground continuous wall according to claim 1, it is characterised in that described isolating device is sheet metal, sheet iron or nonmetal thin plate.
CN201510173984.8A 2015-04-13 2015-04-13 Construction method of underground continuous wall Active CN104790430B (en)

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Publication number Priority date Publication date Assignee Title
CN106592578A (en) * 2016-12-31 2017-04-26 上海远方基础工程有限公司 Ultrahigh-strength rock layer wall forming method

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3412562A (en) * 1967-11-14 1968-11-26 Ben C Gerwick Inc Structural wall and method
CN1143703A (en) * 1996-08-02 1997-02-26 北京乾坤基础工程有限公司 3 in 1 underground continuous wall and construction method thereof
CN101205717A (en) * 2006-12-18 2008-06-25 上海华瀛建筑科技有限公司 Ultra-deep underground continuous wall connector
CN101831919A (en) * 2010-04-28 2010-09-15 广东省基础工程公司 Underground diaphragm wall connector and application method thereof
CN102776878A (en) * 2012-08-17 2012-11-14 中铁四局集团第五工程有限公司 Construction method for preventing diaphragm wall from streaming
CN204000838U (en) * 2014-07-18 2014-12-10 武汉地质勘察基础工程有限公司 The anti-Flow Structure Around of diaphragm wall capsule-type

Family Cites Families (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP4343080B2 (en) * 2004-10-12 2009-10-14 大成建設株式会社 Continuous underground wall

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3412562A (en) * 1967-11-14 1968-11-26 Ben C Gerwick Inc Structural wall and method
CN1143703A (en) * 1996-08-02 1997-02-26 北京乾坤基础工程有限公司 3 in 1 underground continuous wall and construction method thereof
CN101205717A (en) * 2006-12-18 2008-06-25 上海华瀛建筑科技有限公司 Ultra-deep underground continuous wall connector
CN101831919A (en) * 2010-04-28 2010-09-15 广东省基础工程公司 Underground diaphragm wall connector and application method thereof
CN102776878A (en) * 2012-08-17 2012-11-14 中铁四局集团第五工程有限公司 Construction method for preventing diaphragm wall from streaming
CN204000838U (en) * 2014-07-18 2014-12-10 武汉地质勘察基础工程有限公司 The anti-Flow Structure Around of diaphragm wall capsule-type

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